Wellington Master Servicing Plan - Technical Memorandum 1 Population, Water Demand and Wastewater Flow Projection Review - FINAL
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Wellington Master Servicing Plan – Technical Memorandum 1 Population, Water Demand and Wastewater Flow Projection Review FINAL Corporation of the County of Prince Edward This document is protected by copyright and was prepared by R.V. Anderson Associates Limited for the account of the County of Prince Edward. It shall not be copied without permission. The material in it reflects our best judgment in light of the information available to R.V. Anderson Associates Limited at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. R.V. Anderson Associates Limited accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. RVA 184179 May 6, 2021
Wellington Master Servicing Plan TOC - 1
Technical Memorandum 1
Wellington Master Servicing Plan
Population, Water Demand and Wastewater Flow Projection Review
Technical Memorandum 1
TABLE OF CONTENTS
1.0 INTRODUCTION ................................................................................................ 1
Background Studies ................................................................................ 1
2.0 DEVELOPMENT PROJECTIONS ...................................................................... 1
Residential Population Projections .......................................................... 1
Land Use Projections .............................................................................. 8
3.0 WATER SYSTEM AND WATER DEMANDS ...................................................... 8
Existing Water System ............................................................................ 8
Historical Water Demands ....................................................................... 9
Future Demands.....................................................................................13
Distribution system .................................................................................20
Fire flow..................................................................................................20
3.5.1 Ministry of the Environment, Conservation and Parks Guidelines
...................................................................................................20
3.5.2 Fire Underwriters Survey ............................................................21
3.5.3 Recommended Water Storage Volume .......................................22
3.5.4 23
3.5.5 Storage Recommendations.........................................................23
4.0 WASTEWATER SYSTEM AND WASTEWATER GENERATION......................24
Existing System ......................................................................................24
Historical Generation Rates ....................................................................24
Future Wastewater Flowrates .................................................................28
5.0 SUMMARY ........................................................................................................38
6.0 REFERENCES ..................................................................................................41
LIST OF TABLES
Table 2.1 – Secondary Plan and Ledger Growth Scenarios
Table 2.2 – Proposed Additional Population Summary
Table 2.3 – Updated Population Projections
Table 3.1 – Water Usage Statistics used for Future Projections
Table 3.2 – Comparison ICI Demand Planning Values
Table 3.3 – Wellington Future Projections to 2032 – Water
Table 3.4 – Wellington Future Projections to 2042 – Water
Table 3.5 – Wellington Future Projections to Buildout – Water
Table 3.6 – MECP Fire Flow Guidelines
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Table 3.7 – FUS Fire Flow Guidelines
Table 3.8 – MECP Water Storage Volumes – Based Watson and Associates Population
Projections
Table 4.1 – Sanitary Sewer System Pumping Capacities
Table 4.2 – Wastewater Generation Statistics used for Future Projections
Table 4.3 – Wellington Future Projections to 2032 – Wastewater
Table 4.4 – Wellington Future Projections to 2042 – Wastewater
Table 4.5 – Wellington Future Projections to Buildout – Wastewater
LIST OF FIGURES
Figure 2.1 – Historical Population Trends in Wellington
Figure 2.2 – Population Projections for Wellington (Watson and Associates, 2013)
Figure 3.1 – Historical Wellington Water and Meteorological Data
Figure 3.2 – Summarized Wellington Water Parameter
Figure 3.3 – Wellington Water Projections
Figure 4.1 – Historical Wellington Wastewater Data
Figure 4.2 – Summarized Wellington Wastewater Parameters
Figure 4.3 – Wellington Wastewater Projection
APPENDICES (In separate volume)
Appendix 1 – TM#1: Population, Water Demand and Wastewater Flow Projection
Review
Appendix 2 – TM#2: Water and Wastewater System Issues, Alternatives and Evaluation
Appendix 3 – TM#3: Stormwater Management Alternatives and Evaluation
Appendix 4 – Communication Records
Appendix 5 – Wellington Water Model Figures
Appendix 6 – Natural Heritage Report
Appendix 7 – Archaeological and Cultural Heritage Assessment
Appendix 8 – Wellington Water and Wastewater Flow Data
Appendix 9 – Cost Estimates for Water, Wastewater and Stormwater Servicing
Alternatives
Appendix 10 – Quinte Conservation Authority Memorandum
Appendix 11 – Schedule A of Secondary Plan Land Use Map
Appendix 12 – Condition Assessment of Existing Wellington Stormwater Infrastructure
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1.0 INTRODUCTION
R.V. Anderson Associates Limited (RVA) was retained by the Corporation of the County
of Prince Edward to complete a Master Servicing Plan for the Wellington Urban Area.
The purpose of this technical memorandum is to review relevant background
information and recommend the population, water demands, and wastewater flows to
be considered in the Wellington Master Servicing Plan.
Background Studies
The following documents were reviewed during the development of this Technical
Memorandum:
• Prince Edward County - Official Plan, as amended
• Water and Wastewater Rate and Study and Connection Charges Update (Watson
and Associates, 2015)
• Long Term Population, Housing and Employment Forecast and Capital Needs
Assessment (Watson and Associates, 2013)
• Wellington Urban Centre Secondary Plan, as amended (IBI, 2013)
• Wellington Sanitary Sewer Capacity Analysis (RVA, 2018)
• 2008 – 2018 Prince Edward County Water and Wastewater Operations Data
• Prince Edward County Council Ledger
• Federal Census Data
2.0 DEVELOPMENT PROJECTIONS
Residential Population Projections
Federal census data (1996 to 2016) and other population studies were reviewed to
generate an historic population profile and trend. Wellington has experienced consistent
linear growth over this period, though rates have been on average 0.8%. Wellington also
experiences a seasonal population influx, which can add an estimated 10 – 14% of its
total population. At present, there is limited information regarding this seasonal
demographic. Figure 2.1 illustrates the historical growth experienced in Wellington. If
census data is extrapolated to 2020 using the same growth rate as prior years,
Wellington would have a permanent population of 1970, a seasonal population influx of
219 and a total population of 2189. If the historic growth rate is maintained, then the
permanent population could increase to 2118 by 2031 and 2378 by 2052. This
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represents a conservative baseline growth option for Wellington, without any major
changes in development.
2500
2000
1500
Population
y = 12.364x - 22993
R² = 0.9894
1000
500
0
1990 2000 2010 2020 2030 2040 2050
Year
Total Population Permanent Population
Seasonal Population Historical Growth Projection
Linear (Permanent Population)
Figure 2.1 – Historical Population Trends in Wellington
A number of population projections exist for Wellington, all with a level of uncertainty
regarding timelines for new developments being brought online and the occupancy
density per unit. The Figure 2.2 illustrates the most recent projection (Watson and
Associates, 2013), which indicates that new developments will stimulate growth rates
significantly above current levels. This includes both new greenfield developments and
redevelopment of properties within the village of Wellington. This projection indicates
that by 2032 the total and permanent population of the Wellington Urban Center will
increase to 4,200 and 3,625, respectively. This will increase linearly until buildout in
2066 with total and permanent population plateauing at 9600 and 8600, respectively.
Based on this projection, the percentage of the seasonal population will remain within
historical ranges (~10 %).
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12000
Build out
10000
8000
6000
4000
2000
0
2010 2020 2030 2040 2050 2060
Total Population Permanent Population Seasonal Population
Figure 2.2 – Population Projections for Wellington (Watson and Associates, 2013)
The 2013 Watson and Associate projections were then compared to the Secondary Plan
for the Wellington Urban Center (IBI, 2013). The Secondary Plan has a number of
scenarios for permanent residents in 2031 which range between 2,548 and 5,085. These
scenarios are also dependant on the timing of developments taking place and have been
categorized in the following section and in Table 2.1.
Growth Scenario A
Scenario A assumes that, present population trends would continue, and the permanent
population of Wellington would increase by 543 people to a total of 2,548 people.
• Permanent Population in 2031: 2,548
• New Residents: 543
• New Residential Units: 251
• New Residential Units per Year: 23
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Growth Scenario B
Scenario B assumes that an increase in new units being constructed would occur,
partially mirroring historical average. As such, Growth Scenario B assumes that the
permanent population of Wellington would increase to a total of 3,589 people by 2031.
• Permanent Population in 2031: 3,589
• New Residents: 1,584
• New Residential Units: 726
• New Residential Units per Year: 66
Growth Scenario C
Scenario C assumes that all of the residential units in Wellington that are in various
stages of planning approval at the County or are being considered for future
development, are built out by 2031. As such, the permanent population of Wellington
would increase to a total of 5,085 people by 2031.
• Permanent Population in 2031: 5,085
• New Residents: 3,080
• New Residential Units: 1,413
• New Residential Units per Year: 129
Since the creation of the Secondary Plan, the number and types of new developments
have changed. Presently, there are four large developments planned (Wellington Bay
Estates, Lakeside Estates (Schickedanz Development), Country Club Estates (Kaitlin
Development) and Fields of Wellington (Hirschfield Development). These developments
have the potential to increase the population of Wellington by 3,227 (As shown in Table
2.2); however, this increase would be over the development timeline, which is presently
not defined. These would be developed on greenfield areas outside of the current
servicing area. These population projections are in line with Growth Scenario C
projections from the Wellington Secondary Plan; though, within the Wellington
Secondary Plan there are no projections for seasonal residents.
In addition, there are several smaller properties (LCBO, Wellington Hotel, Maple Street,
Twelve Trees, etc.) that are presently on the county ledgers. These are properties that
either have tentative development plans in place or have the potential to be readily
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developed. These properties are within the existing servicing area and could be readily
connected. These properties have the potential to increase the population by 772 and
in essence theses properties could be developed at any time. These have been isolated
in the following Growth Scenario D, which is not contained in the Secondary Plan.
Growth Scenario D
Scenario D assumes that all of the Ledger Developments in Wellington could be built in
the immediate future, prior to 2031; however, this only incorporates development within
the existing urban area. As such, the permanent population of Wellington would increase
to a total of 2,691 people.
• Imminent Permanent Population: 2,730
• New Residents: 772
• New Residential Units: 309
• New Residential Units per Year: 28
Table 2.1 summarizes the population forecast to 2031 based on the four growth
scenarios from the Secondary Plan.
Table 2.1 – Secondary Plan and Ledger Growth Scenarios
Scenario 2031 Population New Residential Units New Units/Year
A 2,548 251 23
B 3,589 726 66
C 5,085 1,413 128
D 2,730 309 28
Table 2.2 below summarizes the known developments’ plans and the associated
population for the immediate growth horizon.
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Table 2.2 – Proposed Additional Population Summary
Phase 1 Phase 2 Total
Proposed Development Equivalent Equivalent Equivalent
Population Population Population
Wellington Bay Estates 348 558 906
Lakeside Estates (Schickedanz
238 238
Development)
Country Club Estates
734 341 1075
(Kaitlin Development)
Fields of Wellington
403 605 1008
(Hirschfield Development)
Total - Large Developments 1722 1504 3227
Ledger Developments 772 772
Total 2495 1504 3999
Notes:
1. Unit types were interpreted from proposed development drawings and reports, as provided
2. Estimated populations calculated by multiplying the total number of units by their respective
persons per unit figures as follows (Watson and Associates, 2013):
singles and semi's ‐ 2.5 ppu
townhouses ‐ 2.28 ppu
Apartments – 1.79 ppu
For the purposes of this Technical Memorandum #1, one growth option has been
assumed, as directed by the County, as shown in Table 2.2. This growth options
assumes the projections outlined in the Long-Term Population, Housing and
Employment Forecast and Capital Needs Assessment (Watson and Associates, 2013)
would be used, as previously shown in Figure 2.2. This represents a more
comprehensive assessment of potential growth projections. In subsequent sections this
option is referred to as the Watson and Associates Projection. In comparison to the
Secondary Plan Scenarios (A – D), the Watson and Associates Projection is similar to
Scenarios B, C and D which indicates that new development will occur above historical
rates; however, growth will not be as aggressive as Scenarios C and D.
At the earliest, new developments could be built in 2020 with occupancy likely occurring
in the following year. Growth prior to 2021 would therefore match historical rates. The
County has also indicated that all new greenfield developments would initially be 25
building permits per year for the first year. This is to ensure that the required
infrastructure upgrades can be put into place prior to the full developments occurring.
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In addition, the impact of non-permanent residents is currently contained in historical per
capita data, with their relative proportion predicted to remain within historical averages.
This allows the assumption that servicing projections based on permanent populations
will also account for non-permanent residents. It has also been assumed that population
growth within Wellington would remain within historical levels until 2020, after which
increased development may occur.
For the purposes of setting a feasible implementation plan, the County included a 20-
year phase of 2042, based on the projections from 2013 Watson and Associate
Projections.
It should be stressed that timelines for the growth scenarios are subject to many different
variables, which could result in an undefined period to reach buildout. Historic growth
forecast will also be used to provide a baseline comparison for servicing needs.
Table 2.3 – Updated Population Projections
Total1 Permanent Seasonal1
2006 Population 2008 1807 201
2011 Population 2067 1860 207
2016 Population 2147 1932 215
Population as of 20202 2189 - -
Watson and Associates Projections, as implemented by The County
Estimated Total Population of
4200 - -
20323
Estimated Total Population of
6000 - -
20423
Buildout 3 8,600 - -
Notes:
Population has been rounded. Does not account for deaths, migration or Census undercount.
1: Interpolated and extrapolated from Long Term Population, Housing and Employment Forecast and
Capital Needs Assessment (Watson and Associates, 2015)
2: Extrapolated from Federal Census Data
3. Long Term Population, Housing and Employment Forecast and Capital Needs Assessment (Watson
and Associates, 2013), as implemented by Prince Edward County. Numbers have been rounded for the
use in the MSP.
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Land Use Projections
The Wellington Secondary Plan identifies that at present, the majority of Wellington is
residential with less than 10% of its land area designated as Industrial, Commercial or
Institutional (ICI), with a total service area of 219 ha. This land is presently intermixed
within the existing residential areas, without any major differentiation. Current usage and
generation rates of these areas are captured within historical per capital usage.
Presently, there is a total of 279 ha allocated for residential development in the
secondary plan, with 136 ha at advanced planning stages for development by 2031
under growth Scenario C. The Watson and Associates Projection up to 2031 would
proceed at a lower rate and only 70 ha would be developed in this timeframe.
The Secondary Plan identifies that there are two areas that will be dedicated as an
“employment area” for the development of ICI, one with 19.2 ha and the other with 8.8
ha. The servicing needs of these areas must be considered separately; however, it is
likely that ICI development would need to be limited at first to allow the required
servicing upgrades. It is likely that the 19.2 ha area will be developed first after 2023
with the potential for completion by the 2031 timeline. The second 8.8 ha portion will
likely be developed by 2052. The nature of these developments is currently unknown;
however, it is likely to comprise commercial businesses and light industry, similar to
other areas in the County. The lack of definition adds level uncertainty to future
projections.
3.0 WATER SYSTEM AND WATER DEMANDS
Existing Water System
Wellington is presently serviced by the Wellington Water Treatment Plant, which uses
Lake Ontario as its source water. The plant operates as a direct filtration system with a
total rated capacity of 2,488 m³/day (29 L/s) and reliable operating capacity of 1,225
m³/day (14 L/s). Operational processes include coagulation, flocculation, filtration.
High Lift Capacity
• Four (4) (three (3) duty and one (1) standby, all in duty rotation) vertical turbine
high lift pumps, with each having a rated capacity of 23 L/s (1987 m3/day) at a
TDH of 47 m
• Firm capacity of 32 L/s (2762 m3/day) at a TDH of 47 m
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Onsite Storage
• Twin Clearwell cells with dimensions of 6.12 m x 22.5 m x 4.7 m with a total
storage volume of approximately 1,300 m3
o A minimum 1.5 m level must be maintained, without impacting disinfection
requirements
o Equates to 881 m3 of effective storage, without replenishment
Offsite Storage
• Elevated Water tower with a total storage volume of 568 m3
Fire protection and sample hydrants are located throughout the water distribution
system.
Historical Water Demands
Daily “Operations Data” were provided by the County for the years 2009 through 2017.
The data is appended in Appendix 8. The data lists the daily totalized flows from the
Wellington Water Treatment Plant, into the distribution system.
The Average Day Demands for Wellington were calculated as follows:
Sum of by monthly total high lift pumping station outflows
Divided by 365 days
Historical Maximum Day Demands were determined by looking for the highest day
demand recorded in the monthly summary sheets.
Figure 3.1 shows the historical water usage between 2008 – 2018, with overlaid
meteorological data to corelate usage patterns. The system follows typically seasonal
use patterns, with increased demand during warmer summer periods or after periods
with limited precipitation. This seasonal pattern may also reflect the impact of summer
tourism on the area.
Figure 3.2 shows a summary of key water usage parameters between 2008 – 2018.
From the historical data, it can be seen that the average day demands in Wellington
have remained relatively stable since 2011 (545 – 535 m3/day). The per capita user
demands have varied between 408 L/capita/day to 268 L/capita/day since 2009, with a
decreasing trend present. This is consistent with the fact that the Wellington system is
primarily comprised of residential users, has had little population change, and has had
new water conservation measures causing a reduction in water use. The highest
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1600
Monthly - Max Daily Flow Monthly - Average Daily Flow
1400
1200
Flow (m3/day)
1000
800
600
400
200
Date
300 35
Monthly - Total Precipitation Monthly - Max Mean Temperature
Total Precipitation (mm))
30
250
25
Temerperature (°C)
200 20
15
150
10
100 5
0
50
-5
0 -10
Date
Figure 3.1 – Historical Wellington Water and Meteorological Data
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3000 2.8 3.0
Flow (m3/day) and Per capital usage (l/person/day)
2.6
2500 2.4 2.5
2.2
Max Day Demand Factor
1.9 2.0 2.0
1.9 1.9
2000 1.8 2.0
1500 1.5
1000 1.0
500 0.5
392 408
293 279 333 300 312 285
260 268
0 0.0
2009 2010 2011 2012 2013 2014 2015 2016 2017 2018
Date
Minimum Daily Flow Average Daily Flow
Maximum Daily Flow Per capita usage
Rated Plant Capacity 75% Plant Capacity
Reliable Operating Capacity Max Day Demand Factor (Max Day/Average Day)
Figure 3.2 – Summarized Wellington Water Parameter
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Future Demands
Table 3.1 provides a summary of water usage statistics for determining future
projections. If available, historical values are compared to typical usage statistics for
Ontario. Per capita usage for the Wellington system is within a typical range; however
peaking factors show slightly more variance.
It is recommended that 320 L/capita/day demands be used when calculating the water
demands for the increased population in the year 2031 – 2052. This demand was
selected based on historical data, though there is the potential for increased water
efficiency and a continued reduction in per capita water demands. This higher value will
also help to offset the unknown impact of increased tourism and non-seasonal residents.
There is presently no historical ICI data for Wellington and the nature of the proposed
“employment areas” is uncertain. The MECP has a recommended range depending on
the nature of the users, classed as either light or heavy industry; however, these two
classes are quite broad in definition and can be inaccurate. Table 3.2 presents a range
of historical ICI planning values from other Master Servicing Plans; however, at present,
it is recommended to use the MECP light industry class of 35 m3/ha/day for projections,
as to not constrain the type of ICI development that may occur and due to the lack of
available data. These values can be updated in future to reflect actual usage rates.
Similar to the average day demands, we would recommend using community specific
maximum day factors up to 2031. Therefore, we recommend the demand projections as
follows:
• Max day/peak demand factor of 2.0 for residential areas based on typical values
from the past 5 years of data
• Apply the maximum day factor of 3.0 to projected ICI demands
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Table 3.1 – Water Usage Statistics used for Future Projections
Reference
Peak
Unit Value Peak Hour Source
Factor
Note
Historical per L/capital/day 313 1.8 – 2.8 1
capita use
Typical per L/capital/day 270 - 450 2.0 – 2.25 3.0 – 3.38 2
capita use
Projected per L/capital/day 320 2.0 3.38 1
capita use
Typical use m3/ha/day 35 – 55 2–4 2
Industrial Parks
Projected use
Industrial Parks m3/ha/day 35 4 2,3
2031
Note:
Historical data for Wellington
MECP, 2008 Design Guidelines for Drinking Water Systems
Comparison ICI values from Table 3.2
Table 3.2 – Comparison ICI Demand Planning Values
Heavy Industrial
Light Industrial
Commercial
Institutional
Other
Unit
Source
MECP, 2008 Design
m3/ha/d
Guidelines for Drinking Water 35 55
Systems
m3/ha/d
MECP, 2008 Design 28 - Commercial and
Guidelines for Sewage Work tourist areas
5 - Blended water use rate
(assuming heavy industrial
Water Supply and Wastewater
land use at 5%)
m3/ha/d
Servicing Master Plan
2.2 60 2.2 8 - commercial and
Update, Town of Bradford
industrial development
West Gwillimbury
along HWY 400
employment area
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Heavy Industrial
Light Industrial
Commercial
Institutional
Other
Unit
Source
m3/ha/d
City of Barrier Water Storage
28
and Distribution Master Plan
m3/ha/d
City of Orillia Water System
36 36 28
Master Plan Update
m3/ha/d
City of London Master Plan 16 16 7 15
m3/ha/d
Town of Innisfil Master Plan 20
South Collingwood Water
m3/ha/d
Booster Station and 25
Reservoir Design Report
Table 3.4 and Table 3.5 present the future water use projections for Wellington, with
projections commencing in 2020.
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Table 3.3 – Wellington Future Projections to 2032 – Water
Parameter Demand Projection Value Comments
2020 Daily Water Demands
Extrapolated
Wellington Population 2189 c from Census
data
Based on
Average Water Demand 700 m3/d
historical data
Based on
Max Day Water Demand 1401 m3/d assumed max
day factor of 2.0
Based on initial
Initial Permit Release 25 units/year release of 25
building permits
Initial Permit Release 2021 year
2032 Residential Daily Water Demands
Wellington Population 4200 c PEC Projection
Average Population
168 c
Increase per Year
Average Units per Year 67 units 2.5 unit density
Historical Per Capita Planning Per
320 L/c/d
Demand Capita Demand
Max Day Demand Based on
2.0
Factor historical data
Average Water Demand 1344 m3/d
Max Water Demand 2688 m3/d
2032 ICI Average Day Water Demands
Allotted ICI area
Available Employment
19.2 ha in Secondary
Land
Plan
Unit Demand 35 m3/ha/d
Per Capita Equivalent 109 c/ha
Average based
Max Day Demand
3.0 on historical
Factor
data
ICI Development Starts 2023 year
New ICI Area per Year 2 ha/year
Projected New 672 m3/d Average
Industrial Demand 2016 m3/d Max
Total 2032 Projected Demands
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Total 2032 Average Day
2016 m3/d Average
Water Demand
Total 2032 Maximum
4704 m3/d Max
Day Water Demand
Table 3.4 – Wellington Future Projections to 2042 – Water
Parameter Demand Projection Value Comments
2042 Residential Daily Water Demands
Based on
Watson and
Wellington Population 6000 c
Associates
Projection
Historical Per Capita Planning Per
320 L/c/d
Demand Capita Demand
Max Day Demand
2.0
Factor
Average Water Demand 1920 m3/d
Max Water Demand 3840 m3/d
2042 ICI Average Day Water Demands
Allotted ICI area
Available Employment
28 ha in Secondary
Land
Plan
Unit Demand 35 m3/ha/d
Max Day Demand
3.0
Factor
Projected New 980 m3/d Average
Industrial Demand 2940 m3/d Max
Total 2042 Projected Demands
Total 2042 Average Day
2900 m3/d Average
Water Demand
Total 2042 Maximum
6780 m3/d Max
Day Water Demand
Table 3.5 – Wellington Future Projections to Buildout – Water
Parameter Demand Projection Value Comments
Buildout Residential Daily Water Demands
Based on
Watson and
Wellington Population 8600
Associates
Projection
Historical Per Capita Planning Per
320 L/c/d
Demand Capita Demand
Max Day Demand
2.0
Factor
Average Water Demand 2752 m3/d
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Max Water Demand 5504 m3/d
Buildout ICI Day Water Demands
Allotted ICI area
Available Employment
28 ha in Secondary
Land
Plan
Unit Demand 35 m3/ha/d
Max Day Demand
3.0
Factor
Projected New 980 m3/d Average
Industrial Demand 2940 m3/d Max
Total Buildout Projected Demands
Total Buildout Average
3732 m3/d Average
Day Water Demand
Total Buildout
Maximum Day Water 8444 m3/d Max
Demand
Figure 3.3 illustrates the increase in water demand for baseline historical growth, and the
Watson and Associates Projection, assuming a linear growth distribution. ICI demands
have been isolated for each option. In terms of plant expansion, the County utilizes a
75% rated capacity trigger or a reliable operating capacity trigger to begin design
proceedings. The reliable operating capacity represents one train out of service, which is
the operationally sustainable level for average production. Historically, max day
demands have exceeded the plants reliable operating capacity and continual operation
at this rate would not be sustainable. The provision of addition treated water storage
capacity could help to alleviate this issue.
For the baseline historical growth, the following could occur:
• Max day demand currently exceeds reliable operating capacity.
For the Watson and Associates Projection the following would occur:
• Max day residential demands without ICI development, would result in the 75%
capacity trigger being reach in 2025/26.
o Rated plant capacity would be exceeded after 2031.
• Residential demands with ICI development, would result in the 75% capacity
trigger being reached in 2024.
o Rated plant capacity would be exceeded by 2025.
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9000 3000
Historical Average Day and Historical Growth Projection
Historical Max Day and Historical Growth Projection
8000
Projection Average Day Demand
2500
Projection Average Day Demand +ICI
7000
Projection Max Day Demand
Projection Max Day Demand + ICI
6000 Plant Rated Capacity 2000
75% of Rated Capacity
Reliable Operating Capacity
Number of Units
5000
Flow (m3/day)
Projection Number of Units
1500
4000
3000 1000
2000
500
1000
0 0
Date
Figure 3.3 – Wellington Water Projections
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Distribution system
The primary goals of the optimized distribution system should aim to satisfy the following
criteria:
• Provide the MECP recommended pressures as much as possible throughout the
distribution system:
o Normal operating pressure ranges from 350 kPa to 480 kPa (50 to 70 psi)
under maximum day flow conditions
o Maximum pressures in general should not exceed 700 kPa (100 psi)
o Minimum pressure of 275 kPa (40 psi) under peak hour demand
conditions
o Minimum pressure of 140 kPa (20 psi) under maximum day plus fire flow
conditions.
Fire flow
3.5.1 Ministry of the Environment, Conservation and Parks Guidelines
Fire protection is a municipal responsibility and the municipality may elect to provide for
higher fire flow requirements or entirely forgo fire protection by way of the drinking-water
distribution system; however, the MECP Guidelines for Drinking Water Systems (2008)
provides the following general guidance to municipalities, which many municipalities
adopt and these are summarized in Table 3.6.
Table 3.6 – MECP Fire Flow Guidelines
Equivalent Population Suggested Fire Flow (L/s) Duration (hours)
500 – 1,000 38 2
1,000 64 2
1,500 79 2
2,000 95 2
3,000 110 2
4,000 125 2
5,000 144 2
6,000 159 3
10,000 189 3
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Technical Memorandum 1
3.5.2 Fire Underwriters Survey
The MECP Guidelines note that the above flows may not fulfill the fire protection
requirements of the municipality’s insurance company or the Fire Underwriters Survey,
and therefore for fire flow requirements, the latest edition of the Fire Underwriters Survey
document should be referenced.
The Fire Underwriters Survey (FUS) published a booklet in 1999 entitled: “Water Supply
for Public Fire Protection” which contains a methodology that can be used to aid in
estimating fire flow requirements for municipal fire protection on a building by building
basis, based on materials of construction, size, fire protection, proximity to other
buildings, etc.
Some example ranges of fire flows for various land uses are summarized in Table 3.7.
Table 3.7 – FUS Fire Flow Guidelines
Exposure Distance Suggested Required Fire Flow (L/s)
Detached one family and small two-family 100 L/s (masonry construction)
dwellings less than 2 stories in height Wood frame construction with a
(Less than 3 m separation) separationWellington Master Servicing Plan Page 22
Technical Memorandum 1
development proceeds FUS requirements can be adjusted to reflect actual
requirements.
The fire flow requirements for the ICI and residential blocks should be reassessed when
further information is available. Design and construction approaches can help to reduce
the flow requirements to be within a similar range as residential requirements. This
includes the use of fire resistive construction, separation distances, firewalls or
compartments, reassessment of occupancy hazard and sprinkler design.
In addition, the mechanical engineer for these buildings and developments will complete
the required analyses for fire protection, and the architect will design fire separation
methods per the determined fire flow rate, in order to meet municipally available flows
and pressures.
3.5.3 Recommended Water Storage Volume
Fire protection is a municipal responsibility, and the following approach is recommended
by the MECP to calculate required treated water storage volume, with the results shown
in Table 3.8:
Total Treated Water Storage Requirement = A + B + C
Where:
A = Fire Storage
B = Equalization Storage (25% of maximum day demand)
C = Emergency Storage (25% of (A + B)).
Prince Edward County RVA 184179
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Table 3.8 – MECP Water Storage Volumes – Based Watson and Associates
Population Projections
3.5.4
Conditions
A B C
Population Total
Year Fire Equalization Emergency Volume
Category
Storage Storage Storage (m3)
(m3) (m3) (m3)
2020 2000 684 350 259 1293
2021 2000 684 377 265 1326
2022 3000 792 404 299 1495
2023 3000 792 431 306 1528
2024 3000 792 625 354 1772
2025 3000 792 694 372 1858
2026 3000 792 763 389 1944
2027 3000 792 832 406 2030
2028 4000 900 901 450 2251
2029 4000 900 970 467 2337
2030 4000 900 1038 485 2423
2031 4000 900 1107 502 2509
2032 4000 900 1176 519 2595
2042 6000 1717 1695 853 4265
Buildout 8600 1928 2111 1010 5049
2032-Industrial Park2 2516 1176 923 4615
2042-Industrial Park2 2516 1695 1053 5264
Buildout-Industrial
2516 2111 1157 5784
Park2
Note:
1.Values without industrial park FUS requirements unless stated.
2.With Industrial park FUS requirements
3.5.5 Storage Recommendations
Currently, the Wellington system does not have adequate storage capacity to
accommodate future growth and additional storage will be required. One potential
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 24
Technical Memorandum 1
alternative is the replacement of the current elevated tank with a larger model. Another
item to consider is the fire flow requirements for the industrial area skews the sizing and
should be reviewed in future.
The transition of the distribution system to the new elevated tank may need to make
accommodations for the new pressure regime. This may require consideration for
pressure zones within the distribution system and increases in distribution systems
leaks. One option that has been proposed by the PEC to minimize the impact on end
users is the rollout of new flowmeters with pressure regulating valves to limit the impact
of pressure increases on older domestic plumbing.
4.0 WASTEWATER SYSTEM AND WASTEWATER GENERATION
Existing System
The Wellington WWTP has a rated capacity of 1,500 m3/day (17.4 L/s) and a peak
hydraulic capacity of 4,550 m3/day (52.7 L/s). The system operates and the collection
system’s pumping stations are summarized in Table 4.1.
Table 4.1 – Sanitary Sewer System Pumping Capacities
Pump Station # Pumps Rated Capacity
Belleville Street PS 2 30.3 L/s @ 13.7 m TDH
Wharf Street PS 2 34.1 L/s @ 11.6 m TDH
WWTP 3 29.5 L/s @ 6.7 m TDH
Historical Generation Rates
Figure 4.1 – show the historical water usage between 2013 – 2018, with overlaid water
consumption and precipitation data to correlate flows. It is evident that the system flow
rates are being impacted by wet weather events, with monthly precipitation often
mirrored in the monthly wastewater flow data. Since 2017, there have been an increase
in months with elevated precipitation totals (greater than 100 mm), with five peaks
recorded between 2017 – 2018 and only three similar events occurring in prior years.
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 25 Technical Memorandum 1 Figure 4.2 shows a summary of key wastewater parameters between 2013 – 2018. The system has seen an increase in flows over this period, likely tied to higher volume precipitation events in recent years. Average and max day flows have increased since 2013 and it appears that the rated capacity of the plant is exceeded during these events. Annual average day flows have ranged between 699 – 949 m3/day with an increasing trend present. The plants 4 years running average is 770 m3/day. For a few weeks during the spring season the flows often exceeds the rated capacity requiring the system to bypass the treatment system When comparing ratios of wastewater generated to water used, the values have increased from 1.0 in 2013 to a high of 1.8 in 2017. This further supports that a significant amount of inflow and infiltration is occurring during wet weather/precipitation events. This has led to an increase in per capital generation rates from 343 to 488 L/capita/day, with 4 year running average of 399 L/capital/day; however, this is not reflective of water usage data. Return rates of potable water into the sanitary system in July, August and September were found to range between 55% to 100%, with an average of 80%. The highest maximum day flows to average day flows, or Peaking Factor was 5.5, with the Average Peaking Factor of 3.4 over this period. Elevated peaking factors are linked to precipitation events and do not reflect actual wastewater generation rates. Water usage (monthly average and maximum) has an inconsistent trend with the corresponding wastewater generation rates. Prince Edward County RVA 184179 May 6, 2021 FINAL
Flow (m3/day)
May 6, 2021
1000.00
2000.00
3000.00
4000.00
5000.00
6000.00
0.00
1-Jan-13
Prince Edward County
1-Feb-13
Technical Memorandum 1
1-Mar-13
1-Apr-13
Wellington Master Servicing Plan
1-May-13
1-Jun-13
1-Jul-13
1-Aug-13
1-Sep-13
1-Oct-13
1-Nov-13
Monthly - Average Daily Flow
1-Dec-13
1-Jan-14
1-Feb-14
1-Mar-14
1-Apr-14
1-May-14
1-Jun-14
1-Jul-14
1-Aug-14
1-Sep-14
1-Oct-14
1-Nov-14
Monthly - Max Daily Flow
1-Dec-14
1-Jan-15
1-Feb-15
1-Mar-15
1-Apr-15
1-May-15
1-Jun-15
1-Jul-15
1-Aug-15
1-Sep-15
1-Oct-15
1-Nov-15
1-Dec-15
Date 1-Jan-16
1-Feb-16
1-Mar-16
Monthly - Drinking Water Max Daily Flow
1-Apr-16
1-May-16
1-Jun-16
1-Jul-16
1-Aug-16
1-Sep-16
Figure 4.1 – Historical Wellington Wastewater Data
1-Oct-16
1-Nov-16
1-Dec-16
1-Jan-17
1-Feb-17
1-Mar-17
1-Apr-17
1-May-17
1-Jun-17
1-Jul-17
1-Aug-17
1-Sep-17
Monthly - Drinking Water Average Daily Flow
1-Oct-17
1-Nov-17
1-Dec-17
1-Jan-18
1-Feb-18
1-Mar-18
1-Apr-18
1-May-18
1-Jun-18
1-Jul-18
1-Aug-18
1-Sep-18
Monthly - Total Precipitation
1-Oct-18
1-Nov-18
1-Dec-18
0
50
100
150
200
250
300
Total Monthly Precipitation (mm)
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RVA 184179
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6000 6
5.5
Flow (m3/day) and Per capital usage (L/person/day)
5000 5
Peaking Factor and WW:W Ratios
4.2
4000 4
3000 3.0 3.0 3
2.5
2.3
2000 2
1.8
1.6 1.6
1.4 1.3
1.2
1000 1
439 488 439
387 343 361
0 0
2013 2014 2015 2016 2017 2018
Date
Minimum Daily Flow Average Daily Flow Max Daily Flow
Per capita usage Approved Peak Flow Rated Plant Capacity
75% of Rated Plant Capacity Peaking Factor Ratio WW:W
Figure 4.2 – Summarized Wellington Wastewater Parameters
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 28 Technical Memorandum 1 Future Wastewater Flowrates Table 4.2 provides a summary of wastewater statistics for determining future projections. If available, historical values are compared to typical rate statistics for Ontario. Per capita usage for the Wellington system is within a typical range, though the system is current heavily influenced by inflow and infiltration events. Historic per capita flows are 400 L/capita/day (inclusive of I&I); however, actual per capita flows are 260 L/capita/day (80% return rate of water use, exclusive of I&I) and this latter value will be used for both existing and new developments. Due to the impact of inflow and infiltration on community specific maximum day factors it is recommended to use the Harmon formula to calculate peaking factors. Peaking factors have the tendency to decrease as a community’s population increases. There is presently no historical ICI data for Wellington and the nature of the proposed development park is uncertain. The MECP does not recommend going below 28 m3/ha/day; and it should match expected water usage. At present, it is recommended to match the proposed water usage until the nature of the development is better defined. It is recommended to use an average inflow and infiltration (I&I) allowance of 1.27 m3/ha/day for new and existing residential areas and a value of 1.27 m3/ha/day for the new ICI areas. These values were calibrated based on historical Wellington data and are below typical average inflow and infiltration values (MOE, 2008) It is recommended to use a peak inflow and infiltration allowance of 21.40 m3/ha/day for existing areas and a value of 4.75 m3/ha/day (MOE, 1984) for the new residential and ICI areas. Existing values were calibrated based on historical Wellington data and there is the potential for these values to be reduced if inflow and infiltration into the sanitary system is addressed. New values are based on the higher range of MOE guidelines, which is equivalent to 500 L/capita/day. Although new construction methods can in theory achieve lower I&I rates, often in practice this does not occur and likely, as the system ages I&I increases. In addition, sewers should be designed with the capability to accommodate 24.19 m3/ha/day (0.28 L/s/ha), to accommodate peak I&I events (ICLR, 2017). A pending update to the MECP design criteria for sanitary sewers is proposing I&I flows of 0.25 L/s/ha. To be conservative, this report uses the I&I flow of 0.28 L/s/ha from the Guidelines for Design of Sanitary Sewage Systems (MOE, 1985). Prince Edward County RVA 184179 May 6, 2021 FINAL
Wellington Master Servicing Plan Page 29
Technical Memorandum 1
Table 4.2 – Wastewater Generation Statistics used for Future Projections
Peak Reference
Unit Value
Factor Source
Historical per L/capital/day 343 - 488 2.3 – 5.5 1
capita rates
Typical per L/capital/day 225 - 570 Varies 2
capita rates
Projection per L/capital/day 260 Harmon
capita use
Typical rates ICI m3/ha/day 28 – 55 2–4 3,4
Projection m3/ha/day 35 2.0 3,4
ICI
Historical m3/ha/day 1.27 1
average I&I
Typical I&I m3/ha/day 3.72 4,5
Projection
average I&I m3/ha/day 1.27 1
(New and
existing)
Historical peak m3/ha/day 21.40 1
I&I
Typical peak I&I m3/ha/day 10.24 – 24.19 4,5
Projection peak m3/ha/day 21.40 1
I&I (existing)
Projection peak m3/ha/day 4.75 5
I&I (new)
Projection peak
I&I (sewer L/s/ha 0.28 5
design)
Note:
1. Historical data for Wellington
2. MECP, 2008, Design Guidelines for Sewage Works
3. MECP, 2008 Design Guidelines for Drinking Water Systems
4. NRC, 2003, National Guide to Sustainable Municipal Infrastructure -Infiltration/Inflow
Control/Reduction for Wastewater Collection Systems
5. MOE, 1985, Design Guidelines for Sanitary Sewage Systems. A pending update to the MECP
design criteria for sanitary sewers is proposing I&I flows of 0.25L/s/ha. To be conservative, this
report uses the 0.28L/s/ha from the 1984 MOE design guidelines.
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 30 Technical Memorandum 1 Table 4.3, Table 4.4 and Table 4.5 present the future wastewater use projections for Wellington, with projections commencing in 2020. A few of these numbers were updated since the original version of TM#1 and the data shown in the Public Information Centre (PIC) Panels #1 and #2. The main changes include a more realistic approach to future I&I flow rate and maximum day flow calculations. Under the full build out scenario, the average day flow remains the same (e.g. approximately 3,900 m3/day), however the peak day flow is reduced to 10,440 m3/day instead of 16,900 m3/day. The peak hour flow is estimated at 18,000 m3/day. This means that the footprint of the ultimate wastewater treatment plant may be a bit smaller than originally presented in the PIC panels and could have some reduction to the capital cost. However, the full benefits of the flow update would be best realized if the County incorporated an equalization tank strategy with the long term WWTP strategy, as it will help to optimize the process treatment sizes for secondary clarifiers, UV and tertiary treatment processes while still accounting for peak flows. Prince Edward County RVA 184179 May 6, 2021 FINAL
Wellington Master Servicing Plan Page 31
Technical Memorandum 1
Table 4.3 – Wellington Future Projections to 2032 – Wastewater
Parameter Demand Projection Value Comments
2020 Average Day Flows
Extrapolated from Census
Wellington Population 2189
data
Historical Per Capita Flow (Includes ICI and I&I) 400 L/c/d 4-yr Running Average
Historical Per Capita Flow (excluding I&I) 260 L/c/d 80% return rate
Peaking Factor 3.55 Harmon - for sewers
Average based on historical
Historical Average I&I 140 L/c/d
data
Average peak based on
Typical Peak I&I 1162 L/c/d
historical data
Peak based on (MOE
Future Peak I&I 500 L/c/d guidelines, 1984) - New area
only
Peak based on historical
Historical Peak I&I 2116 L/c/d
data
Current Area Serviced 219 ha
Average based on historical
Average Wastewater Generation Rate 876 m3/d
data
Average peak based on
Typical Peak Wastewater Generation Rate 4567 m3/d
historical data
Peak based on historical
Peak Wastewater Generation Rate 5202 m3/d
data
Average based on historical
Average I&I Rate 1.40 m3/ha/d
data (for new and exisitng)
Peak based on historical
Typical Peak I&I 11.61 m3/ha/d
data
Peak based on (MOE
Future Peak I&I 5.25 m3/ha/d guidelines, 1984) - New area
only
Peak based on historical
Historical Peak I&I 21.15 m3/ha/d
data
2032 Residential Flows
Wellington Population 4200 PEC Projection
Population Increase per Year 168 c
Average Units per Year 67 units 2.5 unit density
Projected Per Capita Flow 260 L/c/d
Peaking Factor 3.31 Harmon - for sewers
Average Day Flow 1092 m3/d
Peak Day Flow 3619 m3/d For sewers
2032 New ICI Flows
Available Employment Land 19.2 ha Based on Secondary Plan
Unit Rate 35 m3/ha/d MECP “Light Industry”
Per Capita Equivalent 135 c/ha
Peaking Factor 2.00 Typical
ICI Development Starts 2023 year
New ICI Area per Year 2 ha/year
Average Day Flow 672 m3/d
Peak Day Flow 1344 m3/d
2032 Average Inflow and Infiltration (I&I)
New Residential Area 136 ha Prorated area
Calibrated based on
Residential I&I Rate 1.40 m3/ha/day
historical data
Residential I&I 497 m3/d
Allotted ICI area in
New ICI Area 19.2 ha
Secondary Plan
Calibrated based on
ICI I&I Rate 1.399 m3/ha/day
historical data
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 32
Technical Memorandum 1
ICI I&I 27 m3/d
Total 524 m3/d
2032 Peak Inflow and Infiltration (I&I)
New Residential Area 136 ha Proposed Developments
Peak based on (MOE
Residential I&I Rate 5.25 m3/ha/d guidelines, 1984) - New area
only
New and existing at differing
Residential I&I 5348 m3/d
rates - refer to 2020 table
Allotted ICI area in
New ICI Area 19.2 ha
Secondary Plan
Peak based on (MOE
ICI I&I Rate 5.250 m3/ha/d guidelines, 1984) - New area
only
ICI I&I 101 m3/d
Total 5449 m3/d
2032 Projected Flows
2031 Average Day without ICI 1589 m3/d
2032 Per Capita Average Day without ICI 378 L/c/d
2032 Average Day with ICI 2288 m3/d
2032 Per Capita Average Day with ICI 545 L/c/d
2032 Peak Day (Residential and Peak I&I) 6440 m3/d
2032 Peak Day (Residential, Peak ICI and Peak
7885 m3/d
I&I)
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 33
Technical Memorandum 1
Table 4.4 – Wellington Future Projections to 2042 – Wastewater
2042 Residential Flows
Parameter Value Comments
Based on Watson and
Wellington Population 6000 c
Associates Projection
Peaking Factor 3.17 Harmon - for sewers
Projected Per Capita Flow 260 L/c/d
Average Day Flow 1560 m3/d
Peak Day Flow 4946 m3/d For sewers
2042 ICI Day Flows
Allotted ICI area in
Available Employment Land 28 ha
Secondary Plan
Unit Rate 35 m3/ha/d
Per Capita Equivalent 135 c/ha
Peaking Factor 2.00 Typical
Average Day Flow 980 m3/d
Peak Day Flow 1960 m3/d
2042 Average Inflow and Infiltration (I&I)
Residential Area 195 ha Prorated area
Calibrated based on
Residential I&I Rate 1.40 m3/ha/day
historical data
Residential I&I 579 m3/d
Allotted ICI area in
ICI Area 28 ha
Secondary Plan
Calibrated based on
ICI I&I Rate 1.399 m3/ha/day
historical data
ICI I&I 39 m3/d
Total 618 m3/d
2042 Peak Inflow and Infiltration (I&I)
Allotted residential area in
Residential Area 195 ha
Secondary Plan
Peak based on (MOE
Residential I&I Rate 5.3 m3/ha/d guidelines, 1984) - New area
only
New and existing at differing
Residential I&I 5654 m3/d
rates - refer to 2020 table
Allotted ICI area in
ICI Area 28 ha
Secondary Plan
Peak based on (MOE
ICI I&I Rate 5.3 m3/ha/d guidelines, 1984) - New area
only
ICI I&I 147 m3/d
Total 5801 m3/d
2042 Projected Flows
2042 Average Day without ICI 2139 m3/d
2042 Per Capita Average Day without ICI 356 L/c/d
2042 Average Day with ICI 3158 m3/d
2042 Per Capita Average Day with ICI 526 L/c/d
2042 Peak Day (Residential and I&I) 7214 m3/d
2042 Peak Day (Residential, Peak ICI and I&I) 9321 m3/d
Prince Edward County RVA 184179
May 6, 2021 FINALWellington Master Servicing Plan Page 34
Technical Memorandum 1
Table 4.5 – Wellington Future Projections to Buildout – Wastewater
Buildout Residential Flows
Parameter Value Comments
Based on Watson and
Wellington Population 8600 c
Associates Projection
Peaking Factor 3.02 Harmon - for sewers
Projected Per Capita Flow 260 L/c/d
Average Day Flow 2236 m3/d
Peak Day Flow 6751 m3/d For sewers
Buildout ICI Day Flows
Allotted ICI area in
Available Employment Land 28 ha
Secondary Plan
Unit Rate 35 m3/ha/d
Per Capita Equivalent 135 c/ha
Peaking Factor 2.00 Typical
Average Day Flow 980 m3/d
Peak Day Flow 1960 m3/d
Buildout Average Inflow and Infiltration (I&I)
Allotted residential area in
Residential Area 279 ha
Secondary Plan
Calibrated based on
Residential I&I Rate 1.399 m3/ha/day
historical data
Calibrated based on
Residential I&I 697 m3/d
historical data
Allotted ICI area in
ICI Area 28 ha
Secondary Plan
Calibrated based on
ICI I&I Rate 1.399 m3/ha/day
historical data
ICI I&I 39 m3/d
Total 736 m3/d
Buildout Peak Inflow and Infiltration (I&I)
Allotted residential area in
Residential Area 279 ha
Secondary Plan
Peak based on (MOE
Residential I&I Rate 5.25 m3/ha/d guidelines, 1984) - New area
only
New and existing at differing
Residential I&I 6097 m3/d
rates - refer to 2020 table
Allotted ICI area in
ICI Area 28 ha
Secondary Plan
Peak based on (MOE
ICI I&I Rate 5.25 m3/ha/d guidelines, 1984) - New area
only
ICI I&I 147 m3/d
Total 6244 m3/d
Buildout Projected Flows
Buildout Average Day without ICI 2933 m3/d
Buildout Per Capita Average Day without ICI 341 L/c/d
Buildout Average Day with ICI 3952 m3/d
Buildout Per Capita Average Day with ICI 460 L/c/d
Buildout Peak Day (Residential and I&I) 8333 m3/d
Buildout Peak Day (Residential, Peak ICI and
10440 m3/d
I&I)
Prince Edward County RVA 184179
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Peak Day Flow Factor 2.6 m3/d
Peak Hour Flow Factor to Peak Day Flow WEF guidelines based on
1.7 m3/d
Factor average capacity
Peak Hour Flow Factor 4.6 m3/d
Peak Hourly Flow 18021 m3/d
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Figure 4.3 illustrates the increase in wastewater flows for historical growth, and the
Watson and Associates Projection, and ICI demands have also been isolated for each
option. In terms of plant expansion, the County utilizes a 75% of the rated capacity
trigger to begin design. Of particular note is that the plant is currently at the threshold of
the capacity trigger, based on peak flows. In recent years the plant has also had a
number of flow events that have exceeded the peak flow capacity of the plant.
For the baseline historical growth, the following could occur:
• Current peak flows exceed peak plant capacity.
• During certain periods of the year the average day flows exceed the rated
capacity.
For the Watson and Associates Projection the following could occur:
• Current peak flows exceed peak hydraulic capacity
• Residential flows without ICI development would exceed 75% of the rated plant
capacity by 2027.
o Rated capacity would be exceeded after 2031/32
o With ICI included, rated capacity would also be exceeded by 2025/26
This indicates that modifications to the wastewater treatment plant will be required to
accommodate additional wastewater flows or new development needs to be limited until
the wastewater treatment is upgraded. The immediate concern is addressing the plants
capacity to handle peak flows. County staff have indicated that the existing treatment
trains are not used to their full rated capacity, however the treatment process have
hydraulic limitations and experience partial treatment bypasses during wet weather
events.
The impacts of Inflow and infiltration is also significant concern and should be addressed
and the following should be completed:
• Carry out a prolonged flow study.
• Identify the major problem areas and fix significant issues, as system wide
rehabilitation may be cost prohibitive.
Prince Edward County RVA 184179
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